Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 3, Problem 3.3P
To determine
Find the variation of undrained shear strength
Find the average value of undrained shear strength
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3.2
A soil profile is shown in Figure P3.2, along with the
standard penetration numbers in the clay layer. Use
Eqs. (3.8b) and (3.9) to determine the variation of Cu and
OCR with depth. What is the average value of c,, and
OCR?
1.5 m
1.5 m
Figure P3.2
1.5 m
1.5 m
Water
table
¥ .8
1.5 m
*
1.5 m
N60
5
A 8
.9
10
Dry sand
y = 16.5 kN/m³
Sand
Ysat = 19 kN/m³
Clay
Ysat 16.8 kN/m³
Sand
3.3
A soil profile is shown in Figure P3.3 along with the stan-
dard penetration numbers in the clay layer. Use Eqs. (3.8b)
and (3.9) to determine the variation of c, and OCR with
Cu
depth. What is the average value of c, and OCR?
Cu
1.5 m
1.5 m
1.5 m
1.5 m
1.5 m
Groundwater
1.5 m
table
N60
5
A.8
8
●9
10
Dry sand
y = 16.5 kN/m³
Sand
Ysat = 19 kN/m³
Clay
Ysat
= 16.8 kN/m³
Sand
A soil profile is shown in Figure P3.3 along with the stan-
dard penetration numbers in the clay layer. Use Eqs. (3.8b)
and (3.9) to determine the variation of c, and OCR with
depth. What is the average value of c, and OCR?
Dry sand
y = 16.5 kN/m²
1.5 m
Groundwater
table
Sand
1.5 m
Ysat =
19 kN/m³
N60
1.5 m
• 8
Clay
Ysat = 16.8 kN/m³
1.5 m
A • 8
1.5 m
9
1.5 m
10
Sand
Chapter 3 Solutions
Principles of Foundation Engineering (MindTap Course List)
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Prob. 3.3PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Prob. 3.12PCh. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27PCh. 3 - Prob. 3.28PCh. 3 - Prob. 3.29PCh. 3 - Prob. 3.30PCh. 3 - Prob. 3.31P
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- 8. For a normally consolidated clay specimen, the results of a drained triaxial test are as follows: Chamber-confining pressure = 125 kN/m? Deviator stress at failure = 175 kN/m? %3D Determine the soil friction angle, o'arrow_forwardA standard penetration test was carried out in a normallyconsolidated sand at 25 ft depth where the N60 was determinedto be 28. The unit weight of the sand is 110 lb/ft3, andthe grain-size distribution suggests that D50 5 1.2 mm andCu 5 3.2. The age of the soil since deposition is approximately5000 years. Determine the relative density using thedifferent correlations discussed in Section 3.15arrow_forwardIn the laboratory test on a clay sample of thickness 25mm, drained at top only, 50% consolidation occurred in 11 minutes. Assume = 0.197, T = 0.405. Find the time required for the corresponding clay layer in the field of 3m thick and drained at top and bottom to undergo 50% consolidation. Also, find the time required to undergo 70% consolidation. TE %3D 70 50arrow_forward
- For a normally consolidated clay specimen, the results of a drained triaxial test are as follows: · . Chamber-confining pressure = 125 kN/m² Deviator stress at failure = 175 kN/m² Determine the soil friction angle, 'arrow_forward4. In a consolidated-drained triaxial test on a clay that is normally consolidated, the results are as follows: O3 = 15 lb/in 2 (Aoa)f = 11 lb/in? (Aua)f = 7.2 lb/in? a) Determine the consolidated-undrained friction angle. %3D b) Calculate the drained friction angle.arrow_forward3. A civil engineer is interested in assessing the variation of shear strength of clay layers in a site of interest for different depths. After completing CU triaxial tests, the sample mean for the clay shear strength 40 kPa and the standard deviation was 15.5 kPa are obtained for the depth of 3 m from ground surface. For the following conditions: a. Calculate 99% CI for the population mean μ. Write down your interpretation.b. Explain why the size of CI changed between parts a - c.arrow_forward
- 3- For a normally consolidated clay specimen, the results of a drained triaxial test are as follows: Chamber confining pressure = 2,610 lb/ft², Deviator stress at failure = 3,655 lb/ft². Determine the soil friction angle, q'.arrow_forwardA consolidated-drained triaxial test was conducted on an overconsolidated clay sample. The sample failed in test 1 at 01=200 kPa and 03=130 kPa, and in test 2 at o1=400 kPa and 03=290 kPa. Determine the undrained and drained friction angles and cohesion for the assumption that the Skempton's pore water pressure parameter A=0.45. Also, for a CU test on the same soil, determine o1, 1', 03', and excess pore water pressure u for 03=340 kPa.arrow_forwardIn a deposit of normally consolidated dry sand a cone penetration test was conducted. Following are the result: Depth(m) Point resistance of cone, qc (MN/m²) 1.5 2.06 3.0 4.23 4.5 6.01 6.0 8.18 7.5 9.97 9.0 12.42 Assuming the dry unit weight of sand to be 16kN/m³, estimale the average peak friction angle, ф’, fo the sand. Use ф’=tan ¯1((0.38+0.27log(qc/ σ’o))arrow_forward
- Q1) Triaxial un drained tests were performed on clay samples taken from stratum shown below (point A), . 1) Find the both of shear strength and shear stress acting on the inclined plane of 0 = 57° for this sample , (K,= 0.5) , 2) If this point is exerted to surface load and the increment stress due to this load (A= 100 kpa) , How much does become the shear stress (t ) that exerted on the this plane (0=57) 4 m v WT Ya = 18 kN/m³ 13m sand gravel Gs=2.6, e=0.43 3.5 m 0 caly.c = 20 kN/m²,0 24° Ysar=17 KN/ m3 7marrow_forwardQ1) Triaxial un drained tests were performed on clay samples taken from stratum shown below (point A), . 1) Find the both of shear strength and shear stress acting on the inclined plane of 0 = 57° for this sample , (K,= 0.5), 2) If this point is exerted to surface load and the increment stress due to this load become the shear stress (t) that exerted on the this plane (0=57) %3D (A= 100 kpa), How much does GS Ya = 18 kN/m3 4 m v WI 13m sand gravel Gs=2.6, e=0.43 3.5 m 0 caly.c = 20 kN/m2,e = 24° Ysar=17 KN/ m 7marrow_forwardTable 1 given below presents the results of a conventional oedometer consolidation test conducted on a saturated clay sample with an initial height (thickness) and void ratio of H, = 20 mm and e, = 0.866, respectively. (a) Plot the consolidation curve in the semi-logarithmic space of void ratio and effective stress (or e-logo'). Determine the compression index C., recompression index C, and swell/rebound index C,. (b) Determine the past maximum effective stress (or pre-consolidation pressure) using the (maximum curvature) graphical method. (c) Determine the coefficient of compressibility m, for each of the loading/unloading stages. (d) Using the data provided in Table 2, which shows the relationship between displacement and time for the loading stage 160 kPa → 320 kPa, determine the coefficient of consolidation C, (using both methods discussed in the class) and the coefficient of permeability k for this loading stage. Table 2 Time, t (min) | Displacement, d (mm) Table 1 0.389 0.10…arrow_forward
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